STEEL STRUCTURES SECTION 615 269 1. Perform all fabrication of bridge members in accordance with AASHTO/NSBA Steel Bridge Collaboration S2.1Steel Bridge Fabrication Guide. Where AASHTO/NSBA refer to AASHTO LRFD Bridge Design Specifications or AASHTO LRFD Bridge Construction Specifications , use the version identified in the plans.
ANSI/AWS D1.3 Structural Welding Code – Sheet Steel when welding sheet steel thinner than 1/8-inch.
fabrication processes and dates when inspections are to occur. Perform no work in the plant before the engineer authorizes fabrication. Pay the Department’s travel costs when changes to the contractor’s fabrication or inspection schedules are not adequately conveyed to the Department.
will maintain identity of the original piece.
toughness requirements (CVN, fracture -critical) as well as any other special physical requirements. In addition, identify structural steel for primary members by mill identification numbers (heat numbers). Use an approved identification system. Use either paint or low - stress stencils to make identification markings on the metal. Mark the material as soon as it enters the shop and carry the markings on all pieces through final fabrication. Transfer the markings before cutting steel for primary members of bridge structures into smaller pieces. Loss of identification marking on any piece, with no other positive identification, or loss of heat number identification o n any primary member piece will render the piece unacceptable for use.
inches long for automatic processes, and in all cases at least as long as the thickness of the material being welded. Use longer weld tabs as required for satisfactory work.
galvanized structures and flange -to-web welds, for which the fillet weld must run the full length of the attachment, unless otherwise shown on the plans.
paint.
before galvanizing.
members unless altered to provide automatic guidance or otherwise approved. STEEL STRUCTURES SECTION 615 270 g. Keep at least 6 -inches between shop splices and stiffeners or cross -frames. Obtain approval for shop splices added after shop drawings are approved.
metal on all surfaces whether the joined parts are of equal or unequal thickness. Grind so the finished grinding marks run in the direction of stress, and keep the metal below the blue brittle range (below 350 degrees F). Groove welds in web plates, except at locations of intersecting welds, need not be ground unless shown on the plans except as required to meet the appropriate version of the ANSI/AWS welding code r equirements.
stiffeners. ii. Cut stiffeners to fit acceptable flange tilt and cupping. The engineer will permit minor jacking or hammering that does not permanently deform the material. iii. Tack weld intermediate stiffeners within 12 -inches of a welded field splice point in the shop. Weld the stiffeners in the field in accordance with the appropriate version of the ANSI/AWS welding code after the splice is made.
specified in D1.5 for bridge structures. The engineer will periodically witness, examine, verify, and interpret NDT. Additional welds may be designated for NDT on the plans. Retest repaired groove welds per the applicable ANSI/AWS code after repairs are made and have cooled to ambient temperature. Complete N DT and repairs before assembly of parts into a member, but after any heat -correction of weld distortion .
confirms. The density in any single radiograph showing a continuous area of constant thickness must not vary in this area by more than 0.5. Use only ASTM System Class I radiographic film as described in ASTM E1815. Use low -stress stencils to make radiograph location identification marks on the steel. ii. Have UT equipment calibrated yearly by an authorized representative of the equipment manufacturer or by an approved testing laboratory. iii. Use half -wave rectified DC when using the yoke method unless otherwise approved. Welds may be further evaluated with the prod method for detecting centerline cracking.
the compatibility of the combined galvanizing and welding procedures in accordance with this section and may require modification of 1 or both of the galvanizing and welding procedures.
with the same joint configuration, and using the welding procedure proposed for production work if testing is required. Clean and galvanize this test specimen using the same conditions and procedure that will be applied to the production galvanizing. ii. Examine the test specimen after galvanizing. There must be no evidence of excessive buildup of zinc coating over the weld area. Excessive zinc coating buildup will require modification of the galvanizing procedure. STEEL STRUCTURES SECTION 615 271 iii. Remove the zinc from the weld area of the test specimen and visually examine the surface. There must be no evidence of loss of weld metal or any deterioration of the base metal due to the galvanizing or welding procedure. Modify the galvanizing or wel ding procedure as required if there is evidence of deterioration or loss of weld metal, and run a satisfactory retest on the modified procedures before production work. Report procedures and results on the galvanized weldment worksheet provided by the Depa rtment.
supports. Keep steel free from dirt, grease, and other matter, and protect it from corrosion. Store high -strength fasteners as specified in Section 615.3.C.8.a.
members so the primary direction of rolling remains parallel to the main tensile and compressive stresses.
5/8-inch thick that carry calculated stress.
ii. Perform visual inspection and repair of plate -cut edges in accordance with AASHTO/AWS D1.5 bridge welding code.
Construction Specifications.
applicable version of ANSI/AWS D1.5.
finish for bearing, base plates, and other bearing surfaces that contact each other or concrete are in accordance with Table 615.3 -1. Table 615.3 -1. ANSI Surface Roughness Values Bearing Surface in. × 10-6 Steel slabs 2,000 Heavy plates in contact in welded shoes 1,000 Milled ends of compression members, milled or ground ends of stiffeners and fillers 500 Bridge rollers and rockers 250 Pins and pin holes 125 Sliding bearings 125
STEEL STRUCTURES SECTION 615 272 i. Rolled shapes, plates, bars, wide -flange sections, and miscellaneous steel in accordance with ASTM A6; ii. fabricate girders in accordance with the AASHTO/AWS D1.5, Bridge Welding Code and as described below; and iii. refer to AASHTO/AWS D1.5, bridge welding code, for tolerances for camber and sweep of continuous and simply supported girders of any shape. The camber and sweep tolerances for steel pier caps are the same as those specified for girders. Measure sweep for horizontally curved members from the theoretical centerline for comparison to the aforementioned requirements. In anticipation of uneven shrinkage, adjust camber ordinates accordingly.
measurements accordingly. All dimensions given are based on an ambient temperature of 68 degrees F. Measure the length of horizontally curved girders along the arc.
the metal. Perform heat -straightening of AASHTO M270 Grades 70W, 100, and 100W steel members only under rigidly controlled conditions, subject to approval of t he engineer. Do not exceed the temperature values specified in Table 615.3 -2. Table 615.3 -2. Maximum Straightening Temperature Material to Be Straightened Maximum Temperature (°F) Grade 70W > 6 in ches from weld 1,050 Grade 70W < 6 in ches from weld 900 Grade 100 and 100W > 6 in ches from weld 1,100 Grade 100 and 100W < 6 in ches from weld 950
temperature using temperature -indicating crayons, liquids, or bimetal thermometers. The engineer will reject material heated in excess of the specified limits unless testing verifies material integrity.
from mechanical means used to apply the heat.
measured to the centerline of the member web is greater than both values calculated by Equations 1 and 2 below, and greater than 150 -feet at any and all cross sections throughout the length of the member. Do not heat -curve steels manufactured to a yield strength greater than 50 kips per square inch, other than AASHTO M270, Grade HPS 70W. STEEL STRUCTURES SECTION 615 273
when the flange thickness exceeds 3 -inches, or the flange width exceeds 30 -inches.
heat a strip or intermittent strips along the edge of the top and bottom flange simultaneously. Ensure the strip has sufficient width and temperature to obtain th e required curvature.
cool the girder until it has naturally cooled to 600 degrees F. Obtain approval for the method of artificial cooling.
the vertical position, brace or support the girder to prevent lateral deflection and keep the girder from overturning.
points to obtain a uniform curvature. When the girder is positioned horizontally for heating, maintain intermediate safety catch blocks at the mid -length of th e girder within 2 -inches of the flanges at all times during the heating process to guard against a sudden sag resulting from plastic flange buckling.
is the bolt diameter plus 1/16 -inch. ii. Full-size holes may be drilled or punched in unassembled pieces using computer numerically controlled (CNC) drilling or punching equipment. Holes punched full -size shall meet Article 11.4.8.1 of the specified edition of AASHTO LRFD Bridge Construction Specifications.
through individual unassembled pieces or drilled fill -size through any combination of pieces held together.
STEEL STRUCTURES SECTION 615 274 (2) Demonstrate the accuracy of the drilling or punching procedures by means of a check assembly of the primary load -carrying components of the structure. iii. When specified, sub -punch or sub -drill all holes 1/4 -inch smaller than the final hole diameter. Sub -drill if thickness limitation governs. After assembling, ream or drill to full size. iv. When specified, the contractor may use enlarged or slotted holes for high -strength bolts.
than 1/16 -inch. Ream undersized holes. Ensure holes are clean -cut, without torn or ragged edges.
to meet the above size requirements. Where practical, use mechanically directed reamers. Remove burrs on the outside surfaces. Ream and drill using twist d rills, twist reamers, or roto - broach cutters. Assemble and securely hold connecting members while reaming or drilling holes. Match -mark before disassembling.
dimensions from the connecting centerlines as inscribed on the template. Use the centerlines to locate the template from the milled or scribed ends of the members.
equivalent of the minimal diameter resulting from the drill or reamer. For slotted holes, ensure the slotted -hole width produced by flame -cutting or a combination of drilling or punching and flame -cutting is no more than 1/32 -inch larger than the nominal width. Grind the flame -cut surface smooth. ii. Hole group.
and before any reaming occurs, it is possible to insert a cylindrical pin into the member, 1/8 - inch smaller in diameter than the nominal size of the punched h ole, without drifting, in at least 75 percent of the contiguous holes in the same plane. The engineer will reject pieces not meeting this requirement. The engineer will also reject holes not large enough to pass a pin that is 1/4 -inch smaller than the nomi nal size of the punched hole.
show no offset greater than 1/32 -inch between adjacent pieces. iii. For ribbed bolts, turned bolts, or other approved bearing -type bolts, sub -punch or sub -drill holes 3/16 -inch smaller than the nominal bolt diameter. Ream when assembled, or drill using a steel template or, once assembled, drill from the solid to ensur e the finished holes provide a driving fit.
assembling. Remove all burrs and shavings, and ensure the member is free from twists, bends, and other deformations. STEEL STRUCTURES SECTION 615 275 a. When assembling, allow enough drifting to bring the parts into position. Do not allow the drifting to enlarge the holes or distort the metal.
girders.
means of a check assembly of the primary load carrying components of the structure including stringers, plate girders, tub girders, trusses, and cross -frames or diaphragms of curved and skewed bridges. Verify the camber, alignment, and accuracy of holes in the check assembly. If the check assembly fails in any of these areas, further check assemblies may be required by the Department. Use a minimum of 3 conti guous field sections for the check assembly.
assembly at all times and 1 section is removed from the assembly as a new section is added.
assemble major components with milled ends of compression members in full bearing and then ream the sub -sized holes to the specified size while assembling the con nections.
proper space between abutting flanges with the segment preassembled.
Provide bolts with single, self -locking nuts or double nuts, unless otherwise specified. Use beveled washers where bearing faces have a slope of more than 1:20 wi th respect to a plane normal to the bolt axis.
surface of the body of the bolts. Ream turned bolt holes and turn the bolt to a driving fit with the threads entirely outside of the holes. Use hexagonal -headed bolts and nuts, and provide washers.
fasteners, installed to develop the minimum required bolt tension specified in Table 615.3 -5. Install bolts in holes formed as specified in Section 615.3.C.16. When using turn -of-nut tightening method, provide hardened washers under the element turned in tightening.
material such as gaskets or insulation within the grip. Ensure that bolted steel parts fit solidly together after tightening the bolts. Limit the maximums lope to 1:20 for the surface parts in contact with the bolt head or nut, with respect to a plane normal to the bolt axis.
head and nut, are free of scale, except tight mill scale, and free of dirt or other material. Remove burrs and any other material that would prevent solids eating of the connected parts in the snug condition. STEEL STRUCTURES SECTION 615 276 c. Paint the faying surface as designated in the AASHTO LRFD Bridge Design Specifications.
ii. Assemble after the coating has cured for the minimum time used in the qualifying test.
Assemble and assign lot numbers before shipping. Protect faying surfaces from dirt and moisture. Remove from protective storage only the number of assemblies planne d for installation and tensioning during a work shift. Return unused assemblies to protected storage at the end of the shift. Do not clean assemblies or remove manufacturer -applied lubricant as - delivered unless instructed by the manufacturer. Clean assembl ies for slip -critical connections that accumulate rust or dirt resulting from job site conditions. Clean, re -lubricate, and test for rotational capacity before installation. Lubricate galvanized nuts with a lubricator containing a visible dye. Ensure plain bolts are oily to touch when delivered and installed. Remove lubricant on exposed surfaces before painting.
capacity test and to confirm the ability to satisfy the requirements of Table 615.3 -3. If approved, the contractor may use alternative design direct tension indicators (DTI) devices, provided the devices meet the above requirements or approved manufacturer specifications.
wrench verification test instead of a tension - measuring device. Verify the DTI lot first with a longer -grip bolt in the tension measuring device. The Departme nt will specify the test frequency. Calibrate the device annually.
Table 615.3 -3. Use impact wrenches to tension each bolt in approximately 10 -seconds. Table 615.3 -3. Minimum Required ASTM F3125 Bolt Tension (U.S. Customary Units) Bolt Diameter
(pound) 1/2 12,000 15,000 5/8 19,000 24,000 3/4 28,000 35,000 7/8 39,000 49,000 1 51,000 64,000 1 1/8 64,000 80,000 1 1/4 81,000 102,000 1 3/8 97,000 121,000 1 1/2 118,000 148,000 STEEL STRUCTURES SECTION 615 277 e. Do not reuse Grade 490 fasteners or galvanized Grade 325 fasteners. The contractor may reuse ungalvanized Grade 325 bolts, if approved. Table 615.3 -4. Nut Rotation from the Snug Condition Geometry of Outer Faces of Bolted Parts Bolt length measured from underside of head to end of bolt Both faces normal to bolt axis. One face normal to bolt axis and other face sloped not more than 1:20. Bevel washer not used. Both faces sloped not more than 1:20 from normal to bolt axis. Bevel washers not used. ≤ 4 diameters 1/3 turn 1/2 turn 2/3 turn > 4 diameters, but ≤ 8 diameters 1/2 turn 2/3 turn 5/6 turn > 8 diameters, but ≤ 12 diameters 2/3 turn 5/6 turn 1 turn
the full connection is in a snug condition.
bolts rounded to the nearest 1,000 -pounds. Refer to ASTM specifications for tests of full -size A325 and A490 bolts, loaded in axial tension.
the bolt exceeds 12 diameters, determine the required rotation by tests in a suitable tension device simulating the actual conditions.
required as part of the installation procedure. If members are galvanized, test for rotational capacity after galvanizing process.
of bolt production lot, nut lot, and washer lot as an assembly. The contractor does not have to include washers not required by the installation procedures in the lot identification. Assign a rotational capacity lot number to each combination of lots tested. Test a minimum of 2 assemblies per rotational capacity lot.
washer assembly in this device or an acceptable equivalent.
value obtained by the following equation: Torque ≤ 0.25PD where: Torque = measured torque (foot -pounds) P = measured bolt tension (pounds) D = bolt diameter (foot)
tension requirement specified above. Instead, compute the maximum torque requirement, STEEL STRUCTURES SECTION 615 278 0.25PD, using a value of P equal to the turn test tension taken as 1.15 times the bolt tension specified in Table 615.3 -3.
face of the bolted parts has a slope greater than 1:20 with respect to a plane normal to the bolt axis.
and Channels meet ASTM F436 and taper in thickness. ii. Hardened washers are not required for connections using ASTM F3125, Grade 325 bolts except as follows:
method.
are not required in the actual installation. ii. When installing ASTM F3125, Grade 490 bolts in material having a specified minimum yield strength less than 50 kips per square inch, irrespective of the tightening method. iii. When installing ASTM F3125, Grade 490 bolts, over 1 -inch in diameter, in an oversize or short slotted hole in an outer -ply. In these cases, use a 5/16 -inch minimum thickness washer under both the head and the nut. Do not use multiple hardened washers stacked upon one another. iv. When installing ASTM F3125, Grade 325 bolts in a long slotted hole in an outer ply, provide a plate washer or continuous bar of at least 5/16 -inch thickness with standard holes. Provide washers or bars of sufficient size to completely cover the slot af ter installation. Use a single hardened washer conforming to ASTM F436, but with a minimum thickness of 5/16 -inch, or use a washer or bar of structural grade material. Do not use multiple hardened washers to achieve a thickness of 5/16 -inch.
specified in Section 615.3.C.8.I.
length, and grade used in the work. Use a device capable off indicating bolt tension. Demonstrate that the method used by the bolting crew to develop a snug condition, and to control the turns, develops a tension of no less than 5 percent greater than the tension required by Table 615.3 -3. Retest as required. ii. Following the snug -tightening operation, tension bolts in the connection by the amount of rotation specified in Table 615.3 -4. During the tensioning operation, ensure that there is no rotation of the part not turned by the wrench. Tension systematically from the most rigid part of the joint to the free edges.
on a daily basis, and when using a hardened washer under the turned element. Use standard torques, determined from tables or from formulas.
calibrated to produce a tension of no less than 5 percent in excess of the minimum tension, specified in Table 615.3 -3. Calibrate the installation procedures by verification testing at least STEEL STRUCTURES SECTION 615 279 once each working day for each fastener assembly lot installed that day. Verify by testing 3 typical fastener assemblies from each lot, in a tension -measuring device capable of indicating actual bolt tension. Sample bolts, nuts, and washers under the turne d element from production lots. Recalibrate wrenches when a significant difference occurs in the surface condition of the bolts, threads, nuts, or washers. Verify during installation in the assembled steel work that the wrench adjustment selected by the ca libration does not produce a nut or bolt head rotation from snug condition greater than that allowed in Table 615.3 -4. For manual torque wrenches, measure while nuts become torqued in the tensioning direction.
hardened washers under the turned element. Snug and then tension the connection using the calibrated wrench. Tension systematically from the most rigid part of the joint to its free edges. Return the wrench to touch up previously torqued bolts that may have relaxe d as a result of the subsequent tensioning of adjacent bolts. Continue until all bolts become tensioned as required.
3 devices, for each diameter and grade of fastener used in the work, in a calibration device capable of indicating bolt tension. Include flat -hardened washers in the test assembly, if required in the actual connection, arranged as those in the actual pre -tensioned connections. Use the calibration test to demonstrate that the device indicates a tension no less than 5 percent greater than that specified in Table 6 15.3 -3. When installing bolts using DTI conforming to the requirements of ASTM F959, install bolts in all holes of the connection and bring to snug tight conditions. Indication of snug tight appears by partial compression of the direct tension indicator protrusions. Provide a maximum gap of 0.005 -inch after installation. Tighten all fasteners, progressing systematically from the most rigid part of the connection to the free edges, in a manner that minimizes relaxation of previously tightened fasteners.
unless using alternate fasteners or DTI that allow verification by other methods. Conduct the inspection before a loss of lubrication or corrosion influences the tightening torque.
calibrated to measure bolt tension. Conduct this calibration operation at least once each inspection day. Use a washer under the turned element in tensioning each bolt if washers used on the structure. If not using washers, ensure that the material used in the tension - measuring device abutting the part turned is of the same specification as that used on the structure. In the calibrated device, tension each bolt to the specified tension. Apply the inspecting wrench to the tensioned bolt to determine the torque required to turn the nut or head 5 degrees or approximately 1 -inch at a 12 -inch radius, in the tensioning direction. The inspection torque required for the work is the average of the torque required for all 3 bolts.
Apply the job inspection torque to each selected bolt with the inspecting wrench turned in the tensioning direction. If this torque turns no bolt head or nut, consider the bolts in this connection properly tensioned. If the torque turns 1 or more bolt heads or nuts, apply the job inspection torque to all bolts in the connection. Re -torque and re -inspect any bolt where a head or nut turns. STEEL STRUCTURES SECTION 615 280 9. Ensure that welding, welder qualifications, and prequalification of weld details and inspection of welds are in accordance with AASHTO/AWS D1.5 Bridge Welding Code. Do not weld or tack brackets, clips, shipping devices, or other material to any member not required, unless specified.
upright. Support long members to prevent damage from deflection.
elevations before ordering superstructure materials for staged construction projects.
submit revised erection drawings detailing all proposed deviations. Recalculate and submit erection stresses that differ from the planned method. Document changes in stresses or in behavior for the temporary and final structures. Provide additional material required to keep both the temporary and final stresses within the allowable limits used in design.
members or segments of the structure during erection.
completed structure. Install cross frames and diagonal bracing to provide stability and ensure correct geometry. Provide all required temporary bracing.
surfaces, and surfaces planned for permanent contact, before assembly. Fill a minimum 1/2 of the holes in splices and field connections, using equal numbers of bolts an d cylindrical erection pins, before installing and tightening the balance of high -strength bolts. Fill 3/4 of the holes in splices and connections carrying traffic during erection.
use other fitting -up bolts, use the same nominal diameter as the high -strength bolts. Use cylindrical erection pins 1/32 -inch larger than the bolts.
burr the thread at the face of the nut with a pointed tool.
shop fabrication, or deformation resulting from handling and transporting, will result in rejection.
ii. When replacing a group of rivets or bolts, remove 1 rivet at a time and immediately replace with a high -strength bolt before removal of the next rivet or bolt.
details and inspection of welds in accordance with AASHTO/AWS D1.5 Bridge Welding Code. STEEL STRUCTURES SECTION 615 281 12. For heat straightening damaged steel girders, brace the damaged girders sufficiently to control movements occurring during stress relief. Erect work platforms from the ground. Do not attach work platforms to the superstructure.
heat spread into the surrounding material. Use an approximately 1 -inch diameter, #3, multi - orifice Rosebud heating torch operating on approximately 25 PSI MAPP a nd 125 PSI oxygen. Do not use smaller or larger torches. Obtain approval of the equipment from the engineer before using a torch.
location becomes heated to between 1,000 and 1,100 degrees F, as rapidly as possible, without overheating. Any heating procedures that heat any location on the girder to a temperature greater than 1,200 degrees F results in destructive heating. Repair or replace steel damaged by overheating.
position. The engineer will approve the heat pattern location areas in the field before the beginning of the process.
indicating crayons manufactured for 600, 1,000, 1,100, 1,200, and 1,250 degrees F temperature limits.
steel has cooled to 600 degrees F.
entire surface area indicated in the contract in accordance with Section 616. Match the paint color of the steel beam under repair to the color of the existing pain t.
615.4Method of Measurement.
follows:
drawings using Table 615.4 -1: Table 615.4 -1. Mass Densities of Steel and Iron Material Mass Density lb/ft3 Cast Iron 445 Malleable Iron 470 Wrought Iron 487 Steel -rolled or cast 490
as specified, or listed in AISC manual of steel construction. STEEL STRUCTURES SECTION 615 282 D. The Department will compute the weight of castings from the dimensions shown on the approved shop drawings, deducting for open holes. The engineer may substitute scale weight for computed weight in the case of castings or of small complex parts.
crates, and other containers used for shipping, and materials used to support members during transportation and erection from then weight measurements. The mea surement will also exclude the weight of any additional material required to accommodate erection stresses resulting from the contractor’s choice of erection methods.
otherwise stipulated.
following:
parts as specified, deducting for copes, cuts, clips, and all open holes, except bolt holes.
high tensile strength bolts, both shop and field, on the basis of the specified edition of the AISC manual of steel construction.
2: Table 615.4 -2. Department’s Measurement of the Weight of Fillet Weld by Size in Inches. Fillet Weld
lb/ft) 3/16 0.08 1/4 0.14 5/16 0.22 3/8 0.30 1/2 0.55 5/8 0.80 3/4 1.10 7/8 1.49 1 2.00
615.5Basis of Payment.
item and will constitute full compensation for:
STEEL STRUCTURES SECTION 615 283 2. all submittals;
containing thinners after applying paint to contaminated surfaces, and after applying paint contrary to the requirements of this section.
incidentals required to complete the work as specified.
assembly verifications. ITEM DESCRIPTION UNIT 615000 STEEL STRUCTURES LB 615001 STEEL STRUCTURES LS 615002 STEEL STRUCTURES (UNPAINTED) LB 615003 STEEL STRUCTURES (UNPAINTED) LS 615004 REPLACING STEEL RIVETS/BOLTS EACH 615005 STEEL STRUCTURE REPAIR LB 615006 STEEL STRUCTURE REPAIR LS 615007 WELDING REPAIR LF
STEEL SIGN STRUCTURES SECTION 617 284 SECTION 616 — STEEL COATINGS
616.1Description.
This work consists of providing and applying coating systems for structural steel .
616.2Materials.
Committee (NEPCOAT) -approved and listed on the NEPCOAT Qualified Products List (QPL). Only products on the NEPCOAT QPL that have successfully tested below the VOC limi ts of 340 g/l for the organic zinc rich primer coat and below 250 g/l for the intermediate and top coats may be used. Use the appropriate paint type for the application as follows:
steel.
primer and intermediate coat can be the contractor’s option but must provide contrast with the underlying substrate or previously applied paint. Use a stripe coat of a different color. Ensure that all coats are from one paint system from one manufacturer.
structural steel unless otherwise specified in the contract.
weathered steel, unless otherwise specified in the contract.
number 30059 (Brown) of AMS -STD-595A, unless otherwise specified in the contract documents.
616.3Construction.
616.3.1 Submittals.
accordance with SSPC -QP1 - Standard Procedure for Evaluating Qualifications of Painting Contractors: Field Application to Complex Structures.
abrasive blast cleaning in accordance with SSPC -QP2, Category A - Standard Procedure for Evaluating Qualifications of Painting Contractors to Remove Hazardous Pa int.
duration of the contract.